From: Subject: ACES PSC Module - Deformations Date: Sun, 12 Jul 2009 22:04:29 +0930 MIME-Version: 1.0 Content-Type: text/html; charset="iso-8859-1" Content-Transfer-Encoding: quoted-printable Content-Location: file://C:\ACES6\Tempdata\PSC Module-Page-Data.htm X-MimeOLE: Produced By Microsoft MimeOLE V6.00.2900.3028 ACES PSC Module - Deformations

ACES PSC Design Module V1.000:   Run=20 date:  23-JUN-09
-------------------------------------------= ------------------------------------------------------
Heading: &= nbsp; Test=20 module
Job Name: AS5100 SUPER-T CLOSED TOP : = SUPERT-CLSD3
Designer:=20  GS

Comments: No comments

Units: =    mm, kN,=20 kN.m,=20 MPa
------------------------------------------------------------------= -------------------------------

DESIGN=20 CODE: AS5100.5-2004

DEFORMATIONS

  Axial shortening and hog at transfer          
           
  Girder (span) length (Lg)

=3D

20.00

  m
  Mean Young's Modulus of girder at transfer=20 (Egmt)  

=3D

   21000

  MPa
  Mean Young's Modulus of girder at erection=20 (Egmi)  

=3D

   31500

  MPa
           
  Elastic axial shortening:        
    Prestressing force at transfer = (Pt)

=3D

5676

  kN
    Area of girder (Ag)

=3D

585200

  mm^2
    Elastic axial shortening (Xe = =3D=20 Pt*Lg*1E6/(Ag*Egmt))  

=3D

9

  mm
           
  Shortening due to shrinkage:        
    Theoretical thickness = (th3)

=3D

0.0

 
    Shrinkage coefficient k1 as per = Fig=20 6.1.7 (k1s)

=3D

0.000

 
    Shrinkage strain at erection = (u3 =3D=20 k1s*850)

=3D

0.0

  microstrain
    Shortening due to shrinkage (Xs = =3D=20 u3*Lg/1000)  

=3D

0.0

  mm
           
  Shortening due to creep:        
    Shrinkage coefficient k2 as per = Fig=20 6.1.8 (k2sc)

=3D

0.000

   
    Shrinkage coefficient k3 as per = Fig=20 6.1.8 (k3sc)

=3D

0.000

 
    Design creep factor =D8cc = (=D8ccsc)

=3D

0.000

 
    Stress at the CG of strand group = (fcscgs)

=3D

-9.7

   
    Creep strain at erection (u4 = =3D=20 fcscgs*=D8ccsc*1E6/Egmi)  

=3D

0.0

  microstrain
    Shortening due to shrinkage (Xc = =3D=20 u4*Lg/1000)  

=3D

0.0

  mm
           
    Total axial shortening (Xa =3D Xe = + Xs +=20 Xc)

=3D

9.2

  mm
           
  Deflection due to selfweight:        
    Girder moment of inertia = (Ig)

=3D

1.1710E+11

  mm^4
    Moment due to self weight = (Msw)

=3D

600.0

  kN.m
    Dsw =3D=20 40*Msw*Lg*Lg*1E12/(384*Egmt*Ig)  

=3D

10.2

  mm
           
  Hog due to prestress:        
    Eccentricity of strand group = (e)

=3D

111.7

  mm
    Hps =3D -=20 Pt*1000*e*(Lg*1000)^2/(8*Egmt*Ig)  

=3D

-12.9

  mm
           
  Nett hog at transfer: (Htr =3D Dsw + = Hps)

=3D

-2.7

  mm
           
           
  Deflection due to deck & SDL = loads      
           
  Young's modulus of girder at installation = (Egmi)

=3D

31500

  MPa
  Composite moment of inertia (Ic)

=3D

   2.5570E+11

  mm^4
  Moment due to insitu deck (Mslab)

=3D

500.0

  kN.m
  Moment due to hotmix/bitumen (Msdl)

=3D

50.0

  kN.m
           
  Deflection due to insitu deck slab:      
  Ddeck =3D=20 40*Mdeck*Lg*Lg*1000^12/(384*Egmi*Ig)  

=3D

5.65

  mm
           
  Deflection due to hotmix/bitumen:

=3D

     
  Dsdl =3D=20 40*Msdl*Lg*Lg*1000^12/(384*Eg*Ic)  

=3D

0.23

  mm
           
  Total DL deflection (Ddl =3D Ddeck + = Dsdl)

=3D

5.88

  mm
           
  Design Live Load deflection        
           
  Deflection due to design Live Load = (Dll)

=3D

20.00

  mm
  Allowable deflection (Lg*1000/Drperm)

=3D

6.96

  mm
  Live Load Deflection Ratio=20 (Lg*1000/Dll)  

=3D

1000.00

   
  Allowable Live Load Deflection = Ratio=20 (Drperm)  

=3D

2872.00

  Must be < 1000.00 
           
  Girder hog between transfer & = installation      
           
  Girder hog due to creep of girder between transfer = and=20 installation
  Number of days to installation of girder = (Ti)

=3D

30

  days
           
  Basic creep factor (=D8ccb1)

=3D

2.00

 
  Exposed perimeter (Per)

=3D

3214

  mm
  Girder concrete strength at installation = (f'cmi)

=3D

40

  MPa
  Area of girder (Ag)

=3D

585200

  mm^2
  Young's Modulus of girder at installation = (Egmi)

=3D

31500

  MPa
  Young's Modulus of PS strands (Ep)

=3D

   2.0000E+05

  MPa
  Area of strand steel (Ap)

=3D

5040

  mm2
  Stress at the CG of strand group = (fcgs)

=3D

-10.66

  MPa
           
  Theoretical thickness (th1 =3D 2*Ag/Per)

=3D

364.2

  mm
           
  Strength Ratio = (f'cmi/f'cg)  

=3D

0.80

   
  Creep factor k2c (Fig 6.1.8a)

=3D

0.76

   
  Creep factor k3c (Fig 6.1.8b)

=3D

1.25

   
  Design creep factor (=D8cc1 =3D = =D8ccb1*k2*k3)

=3D

1.90

   
           
  Design creep strain (Ecc1 =3D=20 fcgs*=D8cc1*1E6/Egmi)  

=3D

-643.0

  microstrain
  Loss in prestress due to creep=20 (Pc1=3DEcc1*Ep*Ap/1E9)  

=3D

-648.1

  kN
           
  Hog due to creep (Hgic =3D =D8cc1*Htr)

=3D

-5.2

  mm
  Hog due to PS after losses:        
      Hgips =3D=20 -(Pt+Pc1)*e*Lg*Lg*1E9/(8*Egmi*Ig)

=3D

-7.6

  mm
  Deflection due to selfweight (Dsw)

=3D

10.2

  mm
   
 
 

Total hog at installation:   =

 

-2.6

  mm (Hgic+Hgips+Dsw)
           
           
  Girder hog after installation      
           
  Girder hog due to creep of girder after = installation
           
  Estimated life of girder after installation = (Ty)

=3D

30

  years
           
  Basic creep factor (=D8ccb3)

=3D

2.00

 
  Exposed perimeter (Gp)

=3D

3214

  mm
  Void perimeter (Vp)

=3D

2500

  mm
  28 day girder concrete strength (f'cg)

=3D

50

  MPa
  Final Prestress Force (P)

=3D

4896

  kN
           
  Area of composite section (Ac)

=3D

1133772

  mm^2
  Young's Modulus of girder at 28 days = (Eg)

=3D

35000

  MPa
           
  Theoretical thickness (th2 =3D = 2*Ac/(Gp+0.5*Vp)

=3D

508.0

  mm
           
  Strength Ratio (Fratio4 =3D = f'cg/f'cg)  

=3D

1.00

   
  Creep factor k2d at installation

=3D

0.80

  AS5100.5-2004 (Fig 6.1.8a)
  Creep factor k2f after Ty years

=3D

0.76

  AS5100.5-2004 (Fig 6.1.8a)
  Creep factor k3

=3D

1.25

  AS5100.5-2004 (Fig 6.1.8b)
  Design creep factor (=D8cc3 =3D = =D8ccb3*(k2f-k2d)*k3)

=3D

-0.10

 
           
  Hog due to elastic creep (Hel =3D = Hps+Dsw+Ddl)

=3D

8.4

  mm
           
  Hog due to final PS after losses:        
      Hgfps=3D -=20 P*e*Lg*Lg*10^9/(8*Egmt*Ig)

=3D

-11.1

  mm
  Hog due to final creep after time Ty (Hgfc =3D = =D8cc3*Hel)

=3D

-0.8

  mm
  Deflection due to selfweight (Dsw)

=3D

10.2

  mm
  Deflection due to deck slab & bitumen = (Ddl)

=3D

5.9

  mm
   
 
 

Total final hog :  

 

4.1

  mm=20 (Hgfps+Hgfc+Dsw+Ddl)